Table of Contents Introduction 4 Site Location 4 Preliminary desk top study 4 Objectives 4 Site Investigations and considerations 5 Site Investigations 5 Local Knowledge 5 Coal Mining activity 6 Flooding 6 Subsoil 6 History of site 7 Contamination 8 Airport Safety Zone 9 Vegetation and trees 9 Location Considerations and requirements 9 Services 10 Conclusion 10 Recommendations 10 Intrusive Investigation methods 10 Soil investigation 10 Trial Pit investigations 11 Bore hole investigations 13 Plate Loading test 18 Contamination 19 Sub Structure 20 Strip Foundation 21 Pad Foundations 23 Raft Foundations 25 Deep Foundations 27 Pile foundations 27 Friction piles 27 Replacement piles or cast in-situ piles 29 The External door, Window and Wall intersections of the Ice Cream Parlour 31 The roof weathering, structure of the restaurant, kitchen and catering facilities and the abutments to the main structure 36 Site Set Up and layout. 44 Appendices 49 References 60 Bibliography 63   Introduction Site Location The proposed site for the Swansea Foreshore Ice-cream Parlour is situated within the residential area of the Maritime Quarter, Swansea Mariner. The site is located between the Marriott Hotel (East) and the Swansea county hall and central Library (West) whilst also partially encroaching on the both the adjacent facilities car parks. At the front of the proposed site location there is a promenade which has a public right of way with the Swansea cycle route 4, which is prime access for the tourists as seen in appendix, Figure VII). The development site is based in a residential area of the Maritime Quarter which has been developed by Swansea City Council through various developmental policies such as the City and County of Swansea Unitary Development Policy. The development complies with the Local EC16 policy which encourages the development of tourist and recreational activities in in specific locations of Swansea Bay. This is seen through an extract from the EC16 policy, ‘capitalise on the seafront aspect and contribute towards the regeneration of the Bay’ https://tinyurl.com/ybsd7bja (2008). The Swansea City council would potentially endorse such a development through the regeneration benefits provided to the Maritime Quarter and the Swansea bay. Site Post Code – SA1 3SA Site coordinates - 51.6133306, -3.9451575 Preliminary desk top study The preliminary desk top study assesses the archival evidence, aerial photographs, geological, flood and mining authority maps, local knowledge and information, potential site/area ecological constraints and location considerations. This enables the gathering of in-depth data of the site which may have susceptibility to legal constraints such as conservation areas and public rights of way; potential contamination such as sewage or waste materials; underlying issues such as buried foundations; geological considerations such as rock formation; potential hazards such as flooding and the location of utilities and services for the site. The potential benefits to the preliminary desk top study enables the developer to obtain all the relevant information available on the sites limitations and considerations. This allows for the mitigation and the minimising the risk to the financial, legal and time elements to the development. The preliminary desk top study allows for accurate site planning, forecasting of budgets, enabling to quantify and qualify risks, reducing the likelihood of delays, place the appropriate construction method and type for the specific site. Objectives • Assess the development site and establish any considerations which may impinge on the developments planning. • Provide suitable recommendations for substructure whilst accounting for the sites limitations. • Provide a suitable proposal through annotated sketches to illustrate the construction method and technology that could be applicable to this development. Site Investigations and considerations Site Investigations According to the Building regulations: Approved Document C, Site preparation and resistance to contaminants and moisture, the level of site investigation that is to be completed depends on the sites history and cause for development. This is due to potentially finding underlying issues which may need further investigation. There are several different classifications of investigation with various methods to obtain all the accurate information of the development site. Local Knowledge The site is situated on the foreshore adjacent to the public promenade which accommodates the Swansea cycle route 4. The Swansea Cycle Route 4 is also incorporated into the unnamed road which runs directly through the site from south to north/north to south connecting the public promenade to the Dunvant PL road. This can be seen in Figures I) II) III). This could present an issue for the development of the Swansea foreshore ice-cream parlour. This is due to the County and City of Swansea City Unitary Development Plan, Public Rights of way, policy AS4. Which states, ‘Any development that would unacceptably obstruct and/or adversely affect the enjoyment of an existing or proposed new route will be resisted’ https://tinyurl.com/y6vkghub (2008). The Swansea City council has a statutory duty to protect public rights of way within its jurisdiction. However, under the County and City of Swansea unitary development plan, Public rights of ways, policy AS3, an acceptable diversion, alternative route or alteration to the path can be facilitated and incorporated into the planning application of the development for the councils’ approval. The councils’ consideration and approval could encompass planning conditions which stipulate that commencement on the development cannot be granted until an appropriate alternative route is provided. Due to the relatively small site, shared parking facilities with no common ground between sites, there could be very limited opportunity to alter, divert or create an alternative Public Right of Way on the development site. Furthermore, there is the ability to cease the use of the public right of way under the AS3 policy. The developer would need to prove that the developments social benefits, facilities and economical returns for the community such as employment opportunities and investment into bay regeneration, exceed the loss of the Public Right of Way. Additionally, access to the site is also obstructed due to the shared use of the car parks from the adjacent facilities and only having one entrance each. This can be seen in aerial images and images of the site walk over inspection as seen in (Figure I) and IV). The obstruction could create time delays, traffic congestion and limit the use of plant machinery due to a lack of logistical space. An appropriate site layout plan is recommended to facilitate for the Development site’s needs. It is recommended that a temporary road is facilitated onto the development site to ensure that appropriate site circulation is achieved. Coal Mining activity Swansea is a former industrial mining community with numerous mining operations targeting indigenous materials within and surrounding the area of Swansea and indeed South Wales. This has led to various contaminated sites and areas of land that are susceptible to subsidence due to mining operations undermining the integrity of the land. According to the coal mining authority which monitors and records all current and previous mining operations in the country, there has been no mining operations in or within 20 metres of the boundary of the development site. This can be seen in the Coal mining authority map in Figure V). Furthermore, during the site walkover inspection, there was no visual evidence that suggested any sort of mining operations or materials were on the site. Flooding The development site is under a limited to no flooding zone according to the Natural Resources Wales. This is considered to be little or no risk of flooding at the development site through means of fluvial, coastal or tidal flooding. However, there are parts of the site that could be susceptible to surface water flooding which can be seen in Figure VI) of the appendices. The shaded parts, as seen in flood map are considered to be of low risk with a 1 in 100 chance of flooding in a given year. The majority of the site shows no shading over the site which Is considered to be ‘Very low’ chance of surface water flooding which has been given a 1 in 1000 chance of flooding in a given year. Additionally, during the site walk over inspection there was no visual evidence of surface water flooding on the site. This is can be seen in the appendices, Figure VII). It is recommended that appropriate drainage to be incorporated into the development site to mitigate the chances of surface water developing on the site. Subsoil Upon the initial walkover site inspection, the development site was visually made up of (ARTU) which is artificially modified ground. This involves the removal and deposition of pre-existing natural materials suited to the local environment (blown sand) to become worked or landscaped ground Which can be seen in the appendices Figure VII). The development site is a brown field site which has gone through the ARTU process and has become a mixture of landscaped, pathed and car facilitated areas. As the ground on the proposed development site is made up and filled, ‘consideration should be given to the compressibility and potential for collapse when wetting’ https://tinyurl.com/ycno88ss (2010, 19). Additionally, during the visual walk over inspection of the proposed development site it was established that there is a raised bed with a patio area which is to be used by the customers of the Marriott hotel. This is seen in the appendices, Figure I). This would indicate that the patio, the patios substructure and its materials could impinge on the construction process and would need to be demolished and removed from site. Furthermore, through further investigation with use of the British Geological Survey website the development site is found to have a superficial deposit of ‘Blown sand’ with the bedrock geology of sedimentary bedrock. This can be seen in appendices, Figure VIII). The superficial deposit of Blown sand is a naturally occurring deposit of fine to medium grain sand which formed sand dunes previously. The bedrock geology of the development site is a composition of Mudstone, Sand stone and Siltstone to form a sedimentary bedrock. Further Evidence of this is also seen through additional investigation on the British Geological Survey. A Bore hole test was used on the current development site as a proposed site for the New County hall, Paxton Street Swansea in 1975. The Location of the previous borehole investigation is seen in Figure IX). A scanned copy of the borehole investigation report is shown in the appendices, Figure X), Figure XI and Figure XII). The bore hole test reveals that the sub structure of the development site is a mixture of sand, gravel and clay from zero to approximately eighteen meters until a sedimentary bed rock is achieved. Due to the fine to medium grain particles of sand and evidence of clay within the substructure of the proposed development site. There is also the potential risk of soil movement due to different moisture contents throughout the year and potential changes to the landscape of the development site. This refers to the potential permeability of the subsoil and is due to ‘Fine-grained clay rich soils can absorb large quantities of water’ file:///C:/Users/1706618/Downloads/ShrinkSwell.pdf (2012). Potentially implying that the subsoil at the proposed development site is susceptible to the ground shrinking and swelling. This would occur if there were a change in parameters of moisture content within the soil due to a number of reasons which include:  Removal of trees and vegetation  Change in landscape such as paving.  Any sort of leaks from mains water  Evidence of flooding on site. Furthermore, during the site walkover inspection, there was no visual evidence ground surface cracks, bulging or subsidence. However, due to potential alterations to the proposed development site such as the removal of trees and surface water flooding on the site which could lead to changes in the water content of the subsoil. This is further reinforced by, ‘Removing the tree altogether will have the greatest and most immediate effect on the levels of desiccation in the soil.’ Driscol et al (2002). The British geological survey maps coupled with the bore hole investigation leads to a recommendation for further intrusive investigative surveys in the development site to obtain an accurate picture of the subsoil in its current state. This will provide the necessary information for the appropriate foundation recommendations for the development site. It is recommended that a geo technical survey is undertaken through the collection of disturbed and undisturbed soil samples. This would confirm the water content within the soil and the characteristics of the subsoil such as permeability and as whether it is susceptible to absorbing large quantities of moisture. History of site At Present, the development site and the area of the Maritime Quarter is a residential area, benefiting from local policies to improve and adapt the location and its function. The history of the development site and indeed its location in and surrounding the Maritime Quarter was the industrial area of Swansea City. Through an investigation into the development sites history in and around the sites boundary, the National Library of Scotland website provided a map from 1914 with revisions made in 1947 which ca be seen in appendices, Figure XIII). In the approximate location of the development site, the map displays that there were multiple uses for the approximate location of the development site, such as a Cannister Works, Railway track and Engine Shed. The Evidence that the development site had once had varied industrial and transportation uses indicates that the development site could potentially have a variety of contamination from this era of use. Moreover, the uses cited previously such as the Engine shed, Railway track and Cannister works could also have left existing foundations and other construction elements and materials that could potentially affect the current development sites construction process. This is further indicated in the Welsh governments Building regulations approved document C: site preparation and resistance to contaminants and moisture, where ‘On sites previously used for buildings, consideration should be given to the presence of existing foundations, services and buried tanks and any other infrastructure.’ https://tinyurl.com/ycno88ss (2010, 19). Additionally, through further research of the historical evidence of the development site on the National Library of Scotland website, a map printed in 1884 uncovers other potential issues as seen in appendices, Figure XIV). The Map displays a variety of potential contamination issues within and surrounding the area of the development site. As previously mentioned in the investigation of an earlier map, a train track runs through the approximate location of the development site. Further investigation of the map shows that the train would have been used for industrial use carrying a variety of industrial materials. Furthermore, the map also shows that to the west of the development sites location there was a sewage pipe which ran onto the beach into the sea. Due to origin of the superficial deposit of blown sand found on the development site, this could suggest that there could also potentially be contamination from the sewage pipe on the development site. Moreover, the Historical map also displays that within the surrounding area of the development sites location there was a ‘Hospital for contagious diseases’. Due to the close proximity, the multiple paths, tracks and roads that run past the hospital and development site, there could also be the risk of contamination to this site. Indeed, through evidence shown in three previous planning applications within the sites location and surrounding area. A constraint for a previous planning application for a path running from the Marriott hotel to the Cycle route was ‘Historic contaminated Land’ (Swansea Council, 2006). The designated route is shown pictures in figure II). From this historical evidence inspection highlighting the multiple sources of potential contamination that could have affected the development site, a recommendation for further investigation of potential contaminants is advised. There is also the recommendation for additional investigations of the development site for the previous industrial structures and infrastructures underlying construction elements such as existing foundations and other building elements. This would mitigate any potential health, financial and time risk to the development on the site. Contamination From the historical evidence presented in this report under subsection, ‘History of Site’ the investigation uncovered a variety of potential contamination issues from a variety of sources that could lead to implications. Due to the potential contamination of the development site, there is cause for further investigations through intrusive investigation methods. Notably, this is supported through the Building regulations: Approved Document C, Site preparation and resistance to contaminants and moisture, section one, states ‘Where the site is potentially affected by contaminants, a combined geotechnical and geo-environmental investigation should be considered.' https://tinyurl.com/ycno88ss (2010, 18). Additionally, investigation into the Radon risk on the development site was conducted through UKRadon as seen in appendices, Figure XV). The investigation uncovered that the area of Swansea that the development site is situated is between the 1% – 3% per square kilometre which is within the radon potential band under medium risk. The Building Regulations: approved documents C, Site Preparation and resistance to contaminants and moisture provides no guidance on treatment or remediation efforts for Radon contamination within the region of 1%-3%. However, if the Radon contamination level is established to be higher, there is further guidance that must be adhered to. A recommendation for intrusive methods of investigation such as geotechnical and geo-environmental methods of investigation are to be considered for the for the development site. Additionally, there is also a recommendation for further testing of the risk of Radon at the development sites location. Airport Safety Zone The development site is situated within the Airport safeguarding zones which controls the development of buildings above the height of 10, 15 and 45 metres in height. This is stated in the City and County of Swansea Unitary Development policy under AS13. The development site is situated within the 90-metre airport safety zone. This can be seen in the appendices, Figure XVI). Vegetation and trees During the site walkover inspection, it was highlighted that on the development site and the surrounding area there were trees and vegetation, this can be seen in the appendices, Figure XVII). Through visual inspection there were no signs of invasive species within the area that could affect the development site or its structure, such as Japanese knot weed. If there were signs of invasive vegetation, it is recommended that this should be reported to the Swansea City Council for eradication. If it is found there are trees which are under a Tree preservation order, a planning application for the development site could be refused. This could also lead to additional conditions to the planning process of the development site which would affect the works, design and lead to alterations to the substructure. However, if there are no registered Tree Preservation Orders on the development site then Building Regulations: Approved documents, C Site Preparation and Resistance to Contaminants and Moisture must be adhered to. According to this regulation all vegetation must be removed from the site which should be achieved to, ’at least to a depth to prevent later growth’ https://tinyurl.com/ycno88ss (2010, 19). Furthermore, where trees are present on the proposed development site, as seen in the appendices, Figure XVII). There should be the undertaking of an appropriate assessment to emphasis the soil characteristics in case of movement. As previously noted in sub section subsoils, there is evidence of clay materials. This would imply that there is the potential for the development site to be susceptible to movement. It is recommended that an appropriate intrusive soil investigation is conducted to highlight any potential soil classification and characteristics that could lead to movement. Location Considerations and requirements In reference to the development sites’ location, there are building regulatory requirements that need to be met. According to Building Regulations: Approved Documents, C: Site Preparation and Resistance to Contaminants and Moisture, Swansea is considered to be have the highest level of exposure of prevailing rain. This means that per metre squared of wall, Swansea would see in excess of 100 litres of wind-driven rain per spell. This leads to certain requirements that need to be met to resist moisture penetration from driving rain. Examples of this would include the window and doors ‘frame to be set back behind the outer leaf of the masonry’ https://tinyurl.com/ycno88ss (2010, 52). Additionally, there is also building height requirements that must be met under the Building Regulations: Approved Documents: A: Structure. This is a collection of wind speed and orography data which is then calculated to establish the maximum height of building for the area. It is a recommendation to conduct the construction of the superstructure under these geographical building regulatory requirements. Services As seen in the in the Welsh Water services location plan of the development sites location. There are no current water services that could cause obstruction of the development site. This can be seen in Figure XVIII). Furthermore, as the proposed development site is a shared location project between the Swansea Marriott hotel and the Swansea Civic centre, there is also the potential to obtain services from these sites. Conclusion Upon the preliminary desk top study and the completion of the site walkover inspection, it has become apparent that there are various issues, considerations and constraints to be considered for the development site. The evidence gathered through the investigations undertaken suggest that further methods of investigation should be commenced to obtain an accurate understanding of all the considerations noted. This will provide an accurate understanding of the site and enable the construction type and methods to be effective. Recommendations Intrusive Investigation methods Soil investigation Soil investigations are used to establish the characteristics of the subsoil beneath the investigated site. This establishes the general characteristics of the subsoil such as the physical and chemical elements. This involves determining the classification and the chemical composition of the sub soil. Determination of this enables the appropriate substructure to be to be implemented. It is recommended that intrusive investigation methods are implemented on to the development site to establish the subsoil classification and characteristics. Classification of subsoils takes place through the assessment of the soil particle types and its percentage ratio within the sub soil; the size of the particles and the way they consolidate; its water content. The unification of these elements distinguishes between numerous soil classifications. Soil strength is the collaboration of cohesion and the friction between grain particles. The feasibility of foundation types relies on such data due to ‘Strength and consolidation which make up the compaction characteristics of the soil determines its suitability for building foundations.’ https://tinyurl.com/yc4n8fzj (2017). There are various types of samples and data that can be collected through intrusive investigation methods. Soil samples are distinguished by two different soil sample types, disturbed and undisturbed. Disturbed soil sample types involve the displacement of natural soil materials through trial pit and bore hole investigation methods where it is collected as a soil sample. This provides the ability to visually grade the material whilst obtaining the its moisture content. Undisturbed soil samples involve the collection of soil materials in its naturally bedded state. In which, ‘soil is subjected to little enough disturbance to allow laboratory experiments to determine the approximate physical characteristics of the soil, such as strength, compressibility and permeability’ (Clayton et al, 1995, 34). Further data that can be achieved through intrusive site investigations include permeability, compaction of soil and lateral strength. Obtaining this information establishes the suitability; the correct foundation type to be employed; complications that may arise during the projects construction; any possible variations in the subsoils properties. The data collection is achieved through several investigation methods which ae applicable to the proposed development site, such as, Trial Pit, Borehole and Plate loading test investigations. Trial Pit investigations Trial Pit investigations are used as an economical investigation method due to the small amount of time and machinery need to obtain relevant data. The acquisition of soil samples as noted previously are used to determine the characteristics and classification of the sub soil. Typically, when assessing the suitability of foundation types up to three meters deep, trial pits are used. The dimensions of a trial pit are within the range of 1.4 meters by 1.4 meters at a maximum economic depth of four meters. This enables an individual workable space whilst within the trial pit. Trial pits are also used as a method of locating services on a site such as mains electricity, gas and water. Additionally, trial pits have the advantage of revealing possible existing foundations and building elements. As previously highlighted in ‘History of site’, there is the potential for existing foundations, building elements and materials and infrastructure relatively near and or on the proposed development site. The inference to gain from this is that completing a trial pit investigation could highlight the potential issues that could affect the construction process on the site, mitigating the risk to time, financial and construction elements. However, there are limitations to the trial pit investigation method in reference to the proposed development site. Through the initial preliminary desktop study it has been highlighted that granular materials such as ‘blown sand’ are within the substructure of the development site. This could lead to loss of integrity when displacing the soil within the trial pit leading to a collapse of the walls. It is recommended that the use of trial pit investigations is used on the development site to obtain both disturbed and undisturbed soil samples and to locate the services on the site. Additionally, it is also recommended that appropriate temporary supports for the trial pit are utilised to prevent collapse. Furthermore, it is recommended that trial pit investigations are completed to highlight any evidence possible existing foundations, building elements and materials or infrastructure to enable appropriate planning of the substructure. Bore hole investigations Bore hole investigations are an intrusive site investigation method which can provide both disturbed and undisturbed soil samples. Bore hole investigations provide relevant data for geotechnical surveys in a qualitative manner which aid in the classification and characteristics of the sub structure beneath the development site. The investigation method is conducted in a quantitative means where there are a number of bore hole investigations on a particular site. This is usually performed in a grid reference strategy with asserted attention aimed at areas for planned foundations. The data which is obtained through bore hole investigations is recorded by borehole investigation drawings. The data sheets illustrate the investigation data through an in-depth profile view of the geology of the site. An example of the strategical positioning of the borehole investigations can be seen in the image below. The illustrated data of the bore hole investigation establishes the structure of varying geology, contamination, possible obstacles within the potential development site, such as natural cavities and establishes the depth in which sufficiently durable strata can be used for foundations, such as bedrock. However, Borehole investigations provide a very limited view of the developments site sub structure. As, ‘The quality of individual borehole descriptions varies considerably, depending on the geotechnical approach used, thus permitting limited and speculative conclusions.’ Huggenberger et al (2011). Thus, it is recommended that the bore hole investigations are coupled and collated with the preliminary desk top study to obtain a true picture of the development sites sub structure., Additionally, Borehole investigations could be a suitable recommendation as a soil investigation method for the proposed development site. Consequently, as seen in subsection ‘History of site’, there Is evidence that may suggest that there could be existing foundations, building elements and materials and infrastructure. Highlighting these issues would mitigate any risk to the construction of the Swansea Foreshore Ice Cream Parlour. There are six main bore hole investigation methods which could be implemented on the proposed development site. The six main bore hole investigation methods can be differentiated by practicality, applicability of use and depth for the proposed development site. Additionally, the Borehole investigation methods noted can be subdivided into two principal categories of penetration, light percussive and rotary drill. Light Percussive borehole investigations include: I. Hand Auger II. Mechanical auger III. Sampling shells Rotary drill borehole investigations include: IV. Wash Boring V. Mud-rotary drilling VI. Core drilling The Hand and Mechanical auger borehole methods are typically used in shallow investigations which obtain both disturbed and undisturbed soil samples to aid in the identification of the characteristics and classification of the substructure. This method of investigation is considered to be practically efficient due to the ease of use and its manoeuvrability around a site. Hand and mechanical auger boreholes go to a depth of 6 meters which is beyond the economic depth of trial pits. However, this method would achieve little to no additional data in comparison to the previously recommended trial pit method. A light percussive bore hole rig usually consists of an ‘A’ frame structure which winches a rope/cable to an elevated position where it is then dropped with the appropriate tool to penetrate the soil. This is typically used in the ‘Sampling shells’ method of investigation. The sampling shells are used for shallow to medium depth investigations of up to 30 meters. As revealed in previously highlighted evidence in subsection ‘Subsoils’, this method could sufficiently acquire the relevant strata data for the development sites geology. Additionally, the light percussive borehole methods varies in the implementation of tools used for different subsoils. The appropriate implement enables the sufficient depth and data to be achieved. The implements used for light percussive borehole methods to penetrate different subsoils include:  The ‘Clay Cutter’ - A steel tube which is called a ‘’Clay Cutter’’, this is used where there is a high percentage of clay material in the subsoil. Once dropped, the light percussive rig uses the tool to penetrate the subsoil which fills the cylindrical tube of the Clay Cutter. When the Clay Cutter is elevated a steel bar which is incorporated into the tool pushes the soil/clay from the Clay Cutters. Thus, providing a soil sample.  The ‘Shell’ – The shell is typically used in granular subsoils which include sand and gravel. When the shell is implemented in a borehole investigation, the hole is filled with water where the shell begins a process called Surging. This involves dropping the shell from its elevated position at approximately 300mm from the bottom of the hole. Repeatedly ‘Surging the shell upwards causes water to be drawn into the bottom of the hole, and this water loosens the soil at the base of the hole and forces it to go into suspension.’ (Clayton et al, 1995, 2). A levered door would hold the accumulated material within its cavity. This material is then extracted though the shell where the water is displaced, and the subsoil is held for removal from the bore hole. Additionally, the Shell can be used for cohesive subsoils such as clay. The shell, one raised and dropped repeatedly, penetrates the cohesive sub soil which accumulates within its cavity. Generally, the shell would not have a door or flap for this operation as the cohesive material would hold within the cylinder. However, there is a limitation with the use of the shell as an implement for the investigation of the proposed development site. This is due to the shell potentially not being an appropriate implement for the soil investigation as there is evidence that suggests that the subsoil contains large gravel and potentially boulders. This has been previously noted in subsection ‘Subsoils’ of the preliminary desk top study. The rotary drill such as the Mud-rotary drill or core drilling is also implemented on borehole investigations. The process of rotary drilling involves the descending rotary action which penetrates the sub structure. This enables the collection of both disturbed and undisturbed soil samples through an extraction of materials. Typically, ‘Rotary methods may be applied to soil or rock, but are generally easier to use in strong intact rock’ (Clayton et al, 1995, 10). This would present limitations to the proposed development site. These methods are typically used as deep hole investigations past the depth of 30 metres or for the use of hard bedrock. Indeed, there are many bore hole investigation methods and implements that are applicable to the suggested development site. However, due to the development sites geology noted in subsection ‘Subsoils’, this emphasises the fact that the rotary drill method of borehole investigations would be less productive and applicable due to the granular subsoils and shallow to medium depth of bedrock. In terms of shallow bore hole investigations, it is recommended that the hand and mechanical auger bore hole investigation methods are not implemented on the proposed development site. This is due to little to no additional data being achieved through the implementation of the hand and mechanical auger investigations. The hand and mechanical auger borehole investigations have similar advantages to the trial pit investigations. This is due to the equivalent depths being achieved and the similar data that can be obtained. Above all, trial pit investigations coupled with a light percussive bore hole investigation rig such as sample shelling can achieve both shallow and medium depths sufficiently for the proposed development site. Additionally, it is recommended that the bore hole investigation method should incorporate a light Percussive rig. This is due to achieving the shallow to medium depths required for an appropriate assessment of the proposed development site. The suggested method of Borehole investigations would establish the soil structure, classification and characteristics needed to recommend the correct foundation type. In addition to this, due to the sites location and the high possibility of high salt exposure to the super structure and sub structure it is recommended that the appropriate on corrosive material is utilised for the proposed development site. Furthermore, the bore hole investigation methods recommended would highlight any potential issues with the site such as existing foundations, building elements and materials and infrastructure as previously noted in subsection ‘History of site’. A further recommendation is for the utilisation of a Shell implement to be incorporated to the light percussive rig. This is due to the superficial sand deposits consisting of ‘blown sand’ in the area of the development site. Moreover, the borehole investigation method of rotary drilling is recommended if the light percussive rig doesn’t sufficiently gather the relevant soil investigation data needed. If the light percussive rigs method of surging either doesn’t find sufficiently strong enough strata at its maximum depth or if it comes into contact with intact rock, the rotary drill could provide better penetration results. Plate Loading test The Plate Loading test is used an economical means of testing the load bearing capacity of the sub soil. This is conducted in the area and the predicted depth of the foundations on the development site. Within these conditions, a trial hole is dug and a steel plate with a hydraulic jack is then placed within the hole. The plate is then laden over a period in which the settlement or steel plate penetration into the subsoil is measured. This establishes the load bearing capacity of the subsoil. The plate loading test is recommended to be completed and coupled with the previously mentioned intrusive soil investigation methods. This would provide and accurate insight to the soil classification and characteristics of the proposed development site. However, there are limitations to this method of subsoil investigation. Due to the proportionately smaller surface area of the plate being loaded for the test in terms of the foundation, there is an inconsistency in the pressure bulb generated within the subsoil. Considering this, ‘Therefore this test does not account for the underlying soil conditions beyond the pressure bulb sphere of the test plate.’ (Chudley and Greeno, 2016, 107). The plate loading test can be seen in the image below. Contamination As previously stated in subsection, ‘Contamination’ and ‘history of site’, there have been numerous sources leading to the risk of contamination on proposed development site. Adhering to Building Regulations: Approved Documents C, Site Preparation and resistance to contaminants and moisture, if there a risk of contamination to the site that further intrusive methods of investigation should be commenced including geo technical and geo environmental investigations. It is recommended that geo technical and geo environmental investigations are conducted to determine the type and level of contamination in the soil and ground water of the proposed development site. This can be achieved through the acquisition of disturbed and undisturbed soil samples through intrusive methods of soil investigations previously mentioned. Following this, laboratory analysis would highlight any potential issues such as hazardous contaminants that could affect human life or the environment, the chemical composition of the subsoil which will lead to utilisation of the correct materials for the substructure and provide the appropriate method of treatment and or remedial work for the proposed development site. Sub Structure There are various conditions and considerations to take into account when recommending the appropriate substructure for the proposed development site. Factors such as stability, design, ground conditions, economy, strength, durability and structural loads need to be incorporated within the recommendation. The sub structure or foundations are utilised to transfer the structural and environmental loads, including, wind, dead and imposed into the subsoil where it is equally distributed safely. The transferring of these loads is heavily dependent on the load bearing capacity of the subsoil of the proposed development site. Load bearing capacity is the capacity that the soil must support the load that is imposed upon it. When downward pressure from the foundation is transferred onto the subsoil, the load bearing capacity is the soils exertion of ‘Upward pressure to resist foundation loadings’ (Chudley and Greeno, 2016, 248). This also provides the structure with strength. Ground conditions are also an important consideration when recommending the appropriate substructure for the proposed development site. This is due to subsoil classifications and indeed their characteristics behaving differently, such as soil compaction and permeability. Different subsoils have different compaction capabilities due to particle size and their ability of cohesion. This creates different load bearing capacities for various soil classifications. Furthermore, the permeability of the subsoil can also affect the ground conditions of the development site. This is due to the subsoils drainage characteristics which refers to the soils ability to expel water. Depending on the subsoils permeability, there can be various issues that arise from excessive water retention within the subsoil such as, loss of strength and load bearing capacity, frost heave and subsidence. The implication being that if the incorrect foundation is utilised for the soil classification that it could impinge on the structural stability of the foundation and be unable to effectively resist excessive movement. Additionally, the durability of the foundation enables the structure to achieve its desired lifecycle. ‘Durability is defined as the capability of concrete to resist weathering action, chemical attack and abrasion while maintaining its desired engineering properties.’ (Jamal, 2017). The durability of foundations depends on the requirements of the site and its exposure to possible physical and chemical causes of degradation such as corrosion of reinforcement and freeze thaw action. These are important considerations to note when recommending the appropriate foundation type for the proposed development site. If the incorrect foundation type/design was used which does not sufficiently transfer the structural loads to the subsoil or withstand environmental exposure it could lead to potential issues such as, a loss of durability, stability and ground movement, including shear failure and differential settlement. This would adhere to building regulations approved documents C: structure, where as a statutory requirement the building needs to be constructed so that ground movement which could be caused by, ground shrinkage, swelling, subsidence or landslip ‘will not impair the stability of any part of the building.’ https://tinyurl.com/y6w5rwm7 (2010). There various designs of foundations which could be applicable to the proposed development site. These can be divided into two categories of deep and shallow foundations. Shallow foundations are used when the surface strata has sufficient load bearing capacity to withstand imposed loads. Whereas, deep foundations are used when the surface strata available has an insufficient load bearing capacity, leading to a deeper depth foundation usually in an excess of three meters. As the proposed design of the Swansea Foreshore Ice cream parlour is relatively small, ‘In case of low rise building with large span, the extent of loading is relatively modest, so shallow foundation is preferred in this case’ https://tinyurl.com/ybzk9xpg (2017). Thus, this implies that the following recommended shallow foundations are potentially applicable to the proposed development site: Strip Foundation As the name suggests, a strip foundation incorporates a long strip of concrete which runs the perimeter of the building. This supports and transmits the planned load from the superstructure into the ground. The depth, width and thickness also have minimum requirements subject to building regulations approved documents A, Structure. An example of a strip foundation can be seen below. Pad Foundations Typically, the pad foundation is used for support point loads from the superstructure and transfer the loads into the subsoil. Pad foundations are used as a shallow foundation type due to the large surface area enabling them to transfer large loads over a wider area at a shallow depth. These can also be used to support beams such as floor beams. However, Pad foundations are generally not suitable for subsoils which include ‘’Loose sands, loose gravels and filled areas’ (Chudley and Greeno, 2016, 269) which has been previously indicated in subsection ‘subsoils’. An example of a pad foundation can be seen below. Raft Foundations Raft Foundations are used to spread the load of the superstructure across the footprint of the building. This incorporates a large concrete slab which can be include structural beams to provide structural support to the foundation. They have an advantage in spreading the load over loose subsoils. The utilisation of raft foundations is primarily due to the ‘low bearing capacity as they can spread the loads over a larger area’. The inference that can be drawn from this is that raft foundation could be a suitable recommendation for the proposed development site. The utilisation of the raft foundation would be due to the fine to medium grain sand particles present at the proposed development site which have been previously noted in subsection, ‘Subsoils’ in which would resist differential settlement or subsidence. An Example of a Raft foundation can be seen below. Deep Foundations Deep foundations are also potentially applicable for the proposed development site. Deep foundations are utilised to achieve a strata that can sufficiently transmit the load as the surface subsoil has insufficient load bearing capacity. This usually takes place at depths of greater than 3 meters. The following recommended deep foundations are potentially applicable to the proposed development site: Pile foundations Pile foundations are utilised when the available surface subsoil has a low bearing capacity. Piles are long rod like members which are used to bypass the subsoils with a low bearing capacity and to transmit the load of a structure onto strata that can sufficiently resist. Additionally, ‘piles are also used to anchor structures against uplift forces and to assist structures in resisting lateral and overturning forces’’ which is relevant due to the wind load that could be imposed onto the structure which has been noted in subsection, ‘location considerations’. Pile foundations can be differentiated by two principle types, friction piles and displacement piles. Friction piles Friction piling takes place when the pile is driven into the ground through force, creating friction. This force displaces the subsoil around the pile increasing the compaction of the material and thus increasing the load capacity of that area. Friction piles are recommended for the proposed development site due to the advantageous qualities of granular soil compaction. This is due to, ‘A pile driven into granular soil compacts the adjacent soil mass and as a result the bearing capacity of the pile is increased’ https://tinyurl.com/y9nnhy6k (n.d.). Further evidence of this is supported as 'Sands and granular soils tend to be compacted by the displacement process' https://tinyurl.com/2lhy8n (2018). An example of Friction Piles can be seen below. Friction piles could be a suitable recommendation as a foundation method for the proposed development site. This is due to previously noted evidence that shows the site may have granular soil which is potentially highly cohesive providing a good load bearing capacity to withstand both the structural load and wind pressures. Replacement piles or cast in-situ piles Replacement piling involves the auger drilling of strategically designated pile locations where the soil from the hole is displaced which leaves a void. This is then replaced with cast in-situ concrete which also includes reinforced steel. However, this foundation method can be less effective with granular subsoils due to movement which takes place through the displacement of the subsoil leading to the granular soil losing integrity and filling the void. An example of displacement piles can be seen below. The inference to be drawn from this is that the use of deep and shallow foundations are potentially applicable depending on the adaptability of the subsoil on the proposed development site. However, it is recommended that the appropriate soil investigations are completed to obtain all of the relevant data required for the utilisation of the appropriate substructure for the proposed development site. The External door, Window and Wall intersections of the Ice Cream Parlour Please refer to ‘The roof weathering, structure of the restaurant, kitchen and catering facilities and the abutments to the main structure’ for ‘Front and Side Elevations and proposed site’ for front elevation of ice cream parlour which incorporates window and doors. Doors – Head and Sill Profile Views Super structure walls Windows – Profile View Window – Plan View The roof weathering, structure of the restaurant, kitchen and catering facilities and the abutments to the main structure Roof Plan Parapet and Flat Roof Detail Front and Side Elevations and proposed site. Eaves Detail of Mono pitch roof Abutment to the First and Second floor and Roof of Catering Facility Flat Roof Eaves Detail Flat roof Detail and Abutment to main structure Site Set Up and layout. The site set up and layout is completed in a manner that incorporates the safe working standards required for the public and employed workforce in and around the site under the health and safety at work act 1974; management and safety at work regulations 1999, Control of substances hazardous to health 2002, Highways Act 1980, working at height regulations 2005, Manual Handling Operations regulations 1992. Plant General Use Why it is applicable to the proposed development site? The regulations to comply with to operate in a safe manner and why. Electric Generator Provide the site with the require electricity it needs if there is the inability to connect to the mains electric. This is due to the inability to connect to the mains electric. When using this plant, the health and safety at work act 1974 – This would be due to the appropriate signage required for the use of electricity on the site. Provision and Use of Work Equipment Regulations 1998. – This would be applicable as the adherent to these regulations ensures that the use of all work. The Electricity at Work Regulations 1989. This would be due to the use of electricity on site. Additionally, the Health and Safety at Work Act 1974 – This would be due to the appropriate signage required for the use of electricity on site. Scaffolding Provide a safe working platform at a convenient height. Scaffolding would be applicable to the proposed development site due to the superstructure being of a low to medium rise and at three storeys of height. When using this plant, The Health and Safety at Work Act 1974 – This would be due to the appropriate signage required for the use and be in the vicinity of this plant. Manual handling operations regulation 1992 – Being unable to carry material up the scaffolding safely. Working at Height Regulations 2005 – This would be due to working at a height on the scaffolding platform Personal Protective Equipment Regulations 2002 – wearing appropriate PPE due to overhead work taking place. Hoist An aid that can lift material from ground level to working height of the scaffolding platform This would be applicable due to the use of scaffolding. It would present a risk if ie materiel were to be manually taken up the scaffolding. When using this plant, The health and safety at work act 1974 Working At Height regulations 2005. This would be due to individuals working at height when receiving the material. Personal Protective Equipment Regulations 2002. This would be due to the lifting materials above heading leading to the requirement of helmets and high vis jackets. The Lifting Operations and Lifting Equipment Regulations 1998 – This would be due to the hoist taking part in lifting operations and is lifting equipment. Excavation – Backacter with boom and bucket Generally used in moving inert materials. This would plant would be applicable due to the excavation of foundations, landscaping and removing the topsoil from the site. This would conform with the building regulations: approved document: C, site preparation and resistance to contaminates and moisture. The Health and Safety at Work Act 1974 - This would be due to the need for appropriate signage to inform individuals of machinery in use. Control of Substances Hazardous to Health: This would due to hazardous materials from the machinery being present on site, ie, petrol, brake fluid etc. Personal protective equipment 1992. This would be relevant as there would be a need for high vis jacket, helmet and steel toe cap shoes. Dumper Transporting inert materials This plant would be applicable to the proposed development site due to the need to transport material from the excavations and other site operations. The Health and Safety at Work Act 1974 - This would be due to the need for appropriate signage to inform individuals of machinery in use. Control of Substances Hazardous to Health: This would due to hazardous materials from the machinery being present on site, ie, petrol, brake fluid etc. Personal Protective Equipment 1992. This would be relevant as there would be a need for high vis jacket, helmet and steel toe cap shoes. Mobile Crane Generally used for onsite lifting operations. This would be potentially applicable if the hoist is not sufficient in the lifting operations that may become present on site. As the crane is mobile, this can be brought into use when required. The Lifting Operations and Lifting Equipment Regulations 1998 – This would be due to the hoist taking part in lifting operations and is lifting equipment. The Health and Safety at Work Act 1974 - This would be due to the need for appropriate signage to inform individuals of machinery in use. Control of Substances Hazardous to Health 2002 - This would due to hazardous materials from the machinery being present on site, ie, petrol, brake fluid etc. Personal Protective Equipment 1992. This would be relevant as there would be a need for high vis jacket, helmet and steel toe cap shoes. Mixer The ability to mix small quantities of composition, concrete and mortar as required General use for the tradesman including brick and block laying and rendering. Provision and use of work equipment regulations 1998. – This would be applicable as the adherent to these regulations ensures that the use of all work equipment is fit for purpose for the employees. This would include adequate training in the use of the equipment and is suitable for its use. The Health and Safety at Work Act 1974 - This would be due to the need for appropriate signage to inform individuals of machinery in use. Control of Substances Hazardous to Health 2002 - This would due to hazardous materials from the machinery being present on site, ie, cement and bonding and waterproofing agents. Manual Handling Operations Regulation 1992 – This would be due to the lifting and manual operations using a mixer requires. Appendices Figure I) (Google Maps, 2018) Figure II) (Google Maps, 2018) Figure III) Figure IV) Figure V) (Ordinance Survey, 2007, cited in British Geological Survey, 2017) Figure VI) (Ordinance Survey, 2017, cited at Natural Resource wales, 2018) Figure VII) Figure VIII) (British Geological Survey, 2017) Figure IX) (British Geological Survey, 2017) Figure X) (British Geological Survey, 1975a) Figure XI) (British Geological Survey, 1975b) Figure XII) (British Geological Survey, 1975c) Figure XIII). Ordinance Survey, 1951) Figure XIV). (Ordinance Survey, 1884) Figure XV). (Health Protection Agency, 2007, cited at UK radon, 2007) Figure XVI) (City and county of Swansea, 2008) Figure XVII). 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